THE NELSON GROUP Job Name: Aristone - Column Design ... · Structural Design of PRECAST CONCRETE COLUMNS ... PLACEMENT. REINFORCING SHALL BE ... 2006 IBC: Structural Design of Reinforced

CLIENT:

ARISTONE DESIGNS, Inc.

1615 East Weber Drive

Tempe, Arizona

PROJECT DESCRIPTION AND ADDRESS:

Structural Design of

PRECAST CONCRETE COLUMNS

Great State of Arizona

GENERAL INFORMATION:

BUILDING CODES:

2006 I.B.C.

2003 I.B.C.

NOTES:

FOR ADDITIONAL INFORMATION - SEE BASIS OF DESIGN.

THE NELSON GROUP Job Name: Aristone - Column DesignENGINEERING & DEVELOPING, INC. Job No.: 2007-155 Sheet No.: 1 of 361136 EAST HARMONY AVE. � SUITE 205 By: C.A.N. Date: 01.29.07MESA, ARIZONA 85204[480] 497-0003 � FAX: [480] 497-0038

2006-BASIS.lwp

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TABLE OF CONTENTS

COVER SHEET - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 1TABLE OF CONTENTS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 2BASIS OF DESIGN - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 3COLUMN ‘CT-27’ [Round] - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4

LOAD TABLE & COLUMN SECTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4STRUCTURAL CALCULATIONS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 5

COLUMN ‘CT-24’ [Round] - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7LOAD TABLE & COLUMN SECTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7STRUCTURAL CALCULATIONS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 8

COLUMN ‘CT-21’ [Round] - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 10LOAD TABLE & COLUMN SECTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 10STRUCTURAL CALCULATIONS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 11





COLUMN ‘CS-24’ [Round] - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 25LOAD TABLE & COLUMN SECTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 25STRUCTURAL CALCULATIONS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 26

COLUMN ‘CCF-21’ [Corinthian Fluted] - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 28LOAD TABLE & COLUMN SECTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 28STRUCTURAL CALCULATIONS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 29

COLUMN ‘CSQ-24’ [Square] - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 31LOAD TABLE & COLUMN SECTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 31STRUCTURAL CALCULATIONS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 32

COLUMN ‘CSQ-18’ [Square] - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 34LOAD TABLE & COLUMN SECTION - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 34STRUCTURAL CALCULATIONS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 35


2006-BASIS.lwp



BASIS FOR DESIGN:

BUILDING CODE:• 2006 EDITION OF THE INTERNATIONAL BUILDING CODE.

• 2003 EDITION OF THE INTERNATIONAL BUILDING CODE

LOADS:• MAXIMUM VERTICAL POINT LOAD ALLOWED, TO BE DETERMINED DURING CALCULATIONS.

FOUNDATIONS:• TO BE DESIGNED BY THE STRUCTURAL ENGINEER OF RECORD FOR SPECIFIC PROJECTS.

CONCRETE: • MINIMUM 28 DAY STRENGTH = 3,000 P.S.I. EXCEPT AS FOLLOWS:

COLUMNS - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4,000 p.s.i..

REINFORCING:• BARS #4 AND SMALLER: - - - - - - - - - - - - - - - - - - - - - - - - - FY = 40,000 P.S.I..

• BARS #5 AND LARGER: - - - - - - - - - - - - - - - - - - - - - - - - - - FY = 60,000 P.S.I..

INSERTS:• COIL LOOP INSERTS SHALL BE MANUFACTURED BY ‘DAYTON RICHMOND’ OR EQUIVALENT WITH

CURRENT ‘ICC’ EVALUATION REPORT.


2006-BASIS.lwp



ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT

CONCRETE STRENGTH = 4,000 PSI.REINFORCING STRENGTH: Fy = 40,000 PSIALL CONCRETE SHALL BE VIBRATED DURINGPLACEMENT.REINFORCING SHALL BE RESTRAINED DURINGPLACEMENT OF CONCRETE.

CONNECTION AT TOP AND BOTTOM SHALL BESPECIFIED, ON CONSTRUCTION DOCUMENTS,

REINFORCING AND CONCRETE PLACEMENTSHALL CONFORM TO "ACI 318" SPECIFICATIONAND REQUIREMENTS.

ALL COLUMNS SHALL BE BRACED AGAINSTSIDESWAY.

A.

C.D.

F.

E.

G.

30.0 kips 7.5 ft-kips

COIL LOOP INSERTS SHALL BE MANUFACTUREDBY DAYTON RICHMOND OR EQUIVALENT.

H.

BUILDING CODES:

B.

I.

4 #7 VERTICAL REINFORCING

#3 TIES @ 8" O.C. [8" SQUARE]

PRECAST CONCRETECOLUMN

CONCRETE BASE

BY THE ENGINEER OF RECORD.

HEIGHT"H"

143 1/2" MAX.

2414"

20"

1718"

3/4"x 9" FLARED COILLOOP INSERT


#3 TIES @ 8" O.C.[8" SQUARE]


12" EXTENSION OFVERTICAL REINFORCING.

27"6"

12"

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:

361615 East Weber DriveARISTONE DESIGNS, Inc.

Tempe, Arizona

4



COLUMN ‘CT-27’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 143 1/2” . . . . . . . . . . . . . USE 12’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

DIA. [DESIGN] . . . . . . . . . . . 15” . . . . . . . . . . . . . . . . . . [Actual Dia. = 17.125” Minimum]

CONC. COVER . . . . . . . . . . 2.5” . . . . . . . . . . . . . . . . . [Actual Cover = 2.5” + 1.25” = 3.75”]

LOAD ECCENTRICITY . . . 6”

CONNECTIONS AT TOP AND BOTTOM OF COLUMN SHALL BE DETAILED BY DESIGNENGINEER.

• DESIGN LOADS:

P1 = 30,000 #

LOAD ARE ENTERED INTO THE DESIGN PROGRAM AS LIVE LOADS SO THAT THE HIGHERLOAD FACTOR OF 1.7 WOULD BE APPLIED TO LOADS. THIS PRODUCES A MORECONSERVATIVE DESIGN.

• ALLOWABLE MOMENTS: [DETERMINED FROM DESIGN PROGRAM RESULTS]

P1 = 30,000 # . . . . . . . . . . . . M1 = 7.5 ft-kips

REFER TO ATTACHED CALCULATIONS RESULTS FROM “ENERCALC” DESIGN PROGRAM FORADDITIONAL INFORMATION.


2006-CALC-CT27.lwp



The Nelson GroupEngineering & Developing, Inc.1136 East Harmony Ave., Ste 205Mesa, Arizona 85204

Description CT-27-12 [30.0k & 7.5k-f]] PG. 6 of 36

Circular Concrete ColumnRev: 580002User: KW-0603042, Ver 5.8.0, 1-Nov-2006(c)1983-2006 ENERCALC Engineering Software 07-155.ecw:Calculations

ARISTONE - COLUMN DESIGN 07-155C.A.N.

Scope :

Title : Job #

Description :Dsgnr: Date:

2006 IBC: Structural Design of Reinforced Concrete Columns

ARISTONE DESIGNS, Inc.1615 East Weber Drive

General Information Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000

Total Height 12.000 ft 4,000.0 40,000.0

4 1.000 2.400

psi

Rebar Percent 1.358 %LL & ST Loads Act SeparateSpiral Ties NOT Used

15.000 12.000 4

7

2.500

f'cDiameter inFy Unbraced Length ft

psi

Seismic ZoneNumber of Bars

Column is BRACEDTotal Rebar Area in2Bar Size

Bar Cover in

Eff. Length Factor

Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2

Loads

k 30.000 6.000Dead Load Live Load Short Term Eccentricity

Axial Loads k ink

k-ft 7.500k-ft

Applied Moments... @ Top k-ftk-ft @ Bottom k-ftk-ft

Summary

Column Diameter= 15.00in, with 4 #7 BarsColumn is OK

Applied Pu : Max Factored ACI C-1 ACI C-2 ACI C-3 51.00 0.00 0.00 kk

Allowable Pn * Phi @ Design Ecc.k

68.16 0.00 0.00 k

inin

M-critical 38.25 0.00 0.00 k-ftCombined Eccentricity 9.0000 0.0000 0.0000 inMagnification Factor 1.04 0.00 0.00Design Eccentricity 9.3737 0.0000 0.0000 in

39.84 k-ft 0.00 k-ft 0.00 k-ftMagnified Design MomentPo * 0.80 550.94 550.94 550.94 kP : Balanced 241.74 241.74 241.74 kEcc : Balanced

kk

k-ftk-ftinin

inin

kkkk

5.1790 5.1790 5.1790 in

Slenderness per ACI 318-02 Section 10.12 & 10.13

Actual k Lu / r 38.400 Elastic Modulus 3,605.0 ksi Beta 0.850ACI Eq. C-2ACI Eq. C-1 ACI Eq. C-3

Neutral Axis Distance 4.7175 19.7475 in 19.7475 ininPhi 0.7278 0.6500 0.6500Max Limit kl/r 34.0000 34.0000 34.0000Beta = M:sustained/M:max 0.0000 0.0000 0.0000Cm 1.0000 1.0000 1.0000EI / 1000 3,583.44 0.00 0.00Pc : pi^2 E I / (k Lu)^2 1,705.59 0.00 0.00alpha: MaxPu / (.75 Pc) 0.0399 0.0000 0.0000Delta 1.0415 0.0000 0.0000Ecc: Ecc Loads + Moments 9.0000 0.0000 0.0000 inDesign Ecc = Ecc * Delta 0.0000 0.0000 0.0000 in

ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900

(per ACI 318-02, applied internally to entered loads)

ACI C-1 & C-2 DLACI C-1 & C-2 LLACI C-1 & C-2 ST

....seismic = ST * :

ACI C-2 Group FactorACI C-3 Dead Load FactorACI C-3 Short Term Factor

Add''l "1.4" Factor for SeismicAdd''l "0.9" Factor for Seismic



ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


24"

12"

2112"

HEIGHT"H"

119 3/4" MAX.

6"

1518"

18"









CONCRETE BASE

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

7



COLUMN ‘CT-24’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 119 1/2” . . . . . . . . . . . . . USE 10’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

DIA. [DESIGN] . . . . . . . . . . . 14” . . . . . . . . . . . . . . . . . . [Actual Dia. = 15.125” Minimum]

CONC. COVER . . . . . . . . . . 2.0” . . . . . . . . . . . . . . . . . [Actual Cover = 2.0” + .5” = 2.5”]



• DESIGN LOADS:

P1 = 25,000 #



P1 = 25,000 # . . . . . . . . . . . . M1 = 5.0 ft-kips



2006-CALC-CT24.lwp







Scope :

Title : Job #





Total Height 10.000 ft 4,000.0 40,000.0

4 1.000 1.760

psi


14.000 10.000 4

6

2.000


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 5.000k-ft


Summary




56.64 0.00 0.00 k

inin



kk

k-ftk-ftinin

inin

kkkk

4.5862 4.5862 4.5862 in




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


16"

21"

14 1/2"

19"









6"

HEIGHT"H"

119 3/4" MAX.

12"

CONCRETE BASE

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

10



COLUMN ‘CT-21’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 119 3/4” . . . . . . . . . . . . . USE 10’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

DIA. [DESIGN] . . . . . . . . . . . 12.5” . . . . . . . . . . . . . . . . [Actual Dia. = 14.5” Minimum]

CONC. COVER . . . . . . . . . . 1.25” . . . . . . . . . . . . . . . . [Actual Cover = 1.25” + 1.0” = 2.25”]



• DESIGN LOADS:

P1 = 22,000 #



P1 = 22,000 # . . . . . . . . . . . . M1 = 2.5 ft-kips



2006-CALC-CT21.lwp







Scope :

Title : Job #





Total Height 10.000 ft 4,000.0 40,000.0

4 1.000 1.240

psi


12.500 10.000 4

5

1.250


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 2.500k-ft


Summary




44.63 0.00 0.00 k

inin



kk

k-ftk-ftinin

inin

kkkk

3.9044 3.9044 3.9044 in




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.

1714"

1312"

12"

HEIGHT"H"

143 12" MAX.

12"

18"

4 5/8"

3/4"x 6" FLARED COIL LOOP INSERT








CONCRETE BASE


OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

13



COLUMN ‘CT-18’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 144” . . . . . . . . . . . . . . . . USE 12’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

DIA. [DESIGN] . . . . . . . . . . . 10” . . . . . . . . . . . . . . . . . . [Actual Dia. = 12” Minimum]

CONC. COVER . . . . . . . . . . 1.25” . . . . . . . . . . . . . . . . [Actual Cover = 1.25” + 1” = 2.25”]



• DESIGN LOADS:

P1 = 15,000 #



P1 = 15,000 # . . . . . . . . . . . . M1 = 2.0 ft-kips



2006-CALC-CT18.lwp




Description CT-18-12 [15.0k & 2.0k-f] PG 15 of 36



Scope :

Title : Job #





Total Height 12.000 ft 4,000.0 40,000.0

4 1.000 0.800

psi


10.000 12.000 4

4

1.250


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 2.000k-ft


Summary




27.50 0.00 0.00 k

inin



kk

k-ftk-ftinin

inin

kkkk

3.1629 3.1629 3.1629 in



Neutral Axis Distance 2.7950 13.3750 in 13.3750 ininPhi 0.7478 0.6500 0.6500Max Limit kl/r 34.0000 34.0000 34.0000Beta = M:sustained/M:max 0.0000 0.0000 0.0000Cm 1.0000 1.0000 1.0000EI / 1000 707.84 0.00 0.00Pc : pi^2 E I / (k Lu)^2 336.91 0.00 0.00alpha: MaxPu / (.75 Pc) 0.1009 0.0000 0.0000Delta 1.1122 0.0000 0.0000Ecc: Ecc Loads + Moments 5.6000 0.0000 0.0000 inDesign Ecc = Ecc * Delta 0.0000 0.0000 0.0000 in

ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


12"

10"

16"

HEIGHT"H"

95 1/2" MAX.

12"

1612"

3 3/4"









CONCRETE BASE

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

16



COLUMN ‘CT-16’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 95 1/2”” . . . . . . . . . . . . . USE 8’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

DIA. [DESIGN] . . . . . . . . . . . 8” . . . . . . . . . . . . . . . . . . . [Actual Dia. = 10” Minimum]




• DESIGN LOADS:

P1 = 10,000 #



P1 = 10,000 # . . . . . . . . . . . . M1 = 1.5 ft-kips



2006-CALC-CT16.lwp




Description CT-16-8 [10.0k & 1.5k-f] PG 18 of 36



Scope :

Title : Job #





Total Height 8.000 ft 4,000.0 40,000.0

4 1.000 0.800

psi


8.000 8.000 4

4

1.000


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 1.500k-ft


Summary




21.00 0.00 0.00 k

inin



kk

k-ftk-ftinin

inin

kkkk

2.8712 2.8712 2.8712 in




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


1312"

13"

9"

514"

10"




CONCRETE BASE

3 3/4"

3/4"x 6" COIL LOOPINSERT





HEIGHT"H"

95 12" MAX.

12"

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

19



COLUMN ‘CT-13’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 95½” . . . . . . . . . . . . . . . . USE 8’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

DIA. [DESIGN] . . . . . . . . . . . 8.0” . . . . . . . . . . . . . . . . . [Actual Dia. = 9.0” Minimum]




• DESIGN LOADS:

P1 = 10,000 #



P1 = 10,000 # . . . . . . . . . . . . M1 = 1.5 ft-kips



2006-CALC-CT13.lwp




Description CT-13-8 [10.0k & 1.5k-f] PG. 21 of 36



Scope :

Title : Job #





Total Height 8.000 ft 4,000.0 40,000.0

4 1.000 0.800

psi


8.000 8.000 4

4

1.000


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 1.500k-ft


Summary




21.00 0.00 0.00 k

inin



kk

k-ftk-ftinin

inin

kkkk

2.8712 2.8712 2.8712 in




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


934"

HEIGHT"H"

91 12" MAX.

8"

1612"

3"

3/4"x 6" FLARED COIL LOOP INSERT


#3 TIES @ 8" O.C.[4 1/8" SQUARE]


16.5" EXTENSION OFVERTICAL REINFORCING.


#3 TIES @ 8" O.C. [4 1/8" SQUARE]


6 3/4"

11"

412"

6" DIA. HOLE [FOR SHAFT REBAR]

CONCRETE BASE

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

22



COLUMN ‘CT-11’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 71½” . . . . . . . . . . . . . . . . USE 7’-8”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI


CONC. COVER . . . . . . . . . . 1.00” . . . . . . . . . . . . . . . . [Actual Cover = 1.00”]



• DESIGN LOADS:

P1 = 5,000 #



P1 = 5,000 # . . . . . . . . . . . . . M1 = 1.5 ft-kips



2006-CALC-CT11.lwp




Description CT-11-8 [5.0k & 1.5k-f] PG. 24 of 36



Scope :

Title : Job #





Total Height 8.000 ft 4,000.0 40,000.0

4 1.000 0.800

psi


6.750 8.000 4

4

1.000


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 1.500k-ft


Summary




10.18 0.00 0.00 k

inin



kk

k-ftk-ftinin

inin

kkkk

2.7519 2.7519 2.7519 in




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








8"

2"

ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


24"

12"

HEIGHT"H"

96" MAX.

6"




CONCRETE BASE






17"

19"

24"

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

25



COLUMN ‘CS-24’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 96” . . . . . . . . . . . . . . . . . . USE 8’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

DIA. [DESIGN] . . . . . . . . . . . 15” . . . . . . . . . . . . . . . . . . [Actual Dia. = 17” Minimum]




• DESIGN LOADS:

P1 = 30,000 #



P1 = 30,000 # . . . . . . . . . . . . M1 = 7.0 ft-kips



2006-CALC-CS24.lwp




Description CS-24-8 [30.0k & 7.0k-f]] PG. 27 of 36



Scope :

Title : Job #





Total Height 8.000 ft 4,000.0 40,000.0

4 1.000 2.400

psi


15.000 8.000 4

7

2.500


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 7.000k-ft


Summary




73.62 358.11 358.11 k

inin



kk

k-ftk-ftinin

inin

kkkk

5.1790 5.1790 5.1790 in




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT12"

2034"





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


HEIGHT"H"

125 1/4" MAX.

21"

2312"





12" VOID FORVERTICAL REINFORCING.

1334"

1812"

934"

20 3/4" EXTENSION OFVERTICAL REINFORCING.




CONCRETE BASE

6"

1658"

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

28



COLUMN ‘CCF-21’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 153.5” . . . . . . . . . . . . . . . USE 12’-9”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI





• DESIGN LOADS:

P1 = 15,000 #



P1 = 15,000 # . . . . . . . . . . . . M1 = 2.0 ft-kips



2006-CALC-CCF21.lwp




Description CCF-21-12 [15.0k & 2.0k-f]] PG. 30 of 36



Scope :

Title : Job #





Total Height 12.750 ft 4,000.0 40,000.0

4 1.000 1.240

psi


11.500 12.750 4

5

1.000


psi



Bar Cover in

Eff. Length Factor


Loads


Axial Loads k ink

k-ft 2.000k-ft


Summary




50.09 0.00 0.00 k

inin



kk

k-ftk-ftinin

inin

kkkk

2.7266 3.7349 3.7349 in



Neutral Axis Distance 4.2957 16.2057 in 16.2057 ininPhi 0.6500 0.6500 0.6500Max Limit kl/r 34.0000 34.0000 34.0000Beta = M:sustained/M:max 0.0000 0.0000 0.0000Cm 1.0000 1.0000 1.0000EI / 1000 1,238.02 0.00 0.00Pc : pi^2 E I / (k Lu)^2 521.97 0.00 0.00alpha: MaxPu / (.75 Pc) 0.0651 0.0000 0.0000Delta 1.0697 0.0000 0.0000Ecc: Ecc Loads + Moments 5.6000 0.0000 0.0000 inDesign Ecc = Ecc * Delta 0.0000 0.0000 0.0000 in

ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


24"

12"

6"




24"

18"

CONCRETE BASE

HEIGHT"H"

84" MAX.






OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

31



COLUMN ‘CSQ-24’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 84” . . . . . . . . . . . . . . . . . . USE 7’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

H = W [DESIGN] . . . . . . . . . 15” . . . . . . . . . . . . . . . . . . [Actual Dia. = 17” Minimum]




• DESIGN LOADS:

P1 = 25,000 #



P1 = 25,000 # . . . . . . . . . . . . M1 = 10.0 ft-kips



2006-CALC-CSQ24.lwp




Description CSQ-24-8 25.0k & 10.0k-ft] 33 of 36

Rectangular Concrete ColumnRev: 580003User: KW-0603042, Ver 5.8.0, 1-Nov-2006(c)1983-2006 ENERCALC Engineering Software 07-155.ecw:Calculations


Scope :

Title : Job #





Width 4,000.0 40,000.0

2 1.000inDepth psi 15.000

15.000

- #

7.000

d = 2 7 4.500 2 7 10.500 in- #

f'cinFy Unbraced Length ft

psi Total Height 7.000 ft

Seismic ZoneRebar:ind =

Eff. Length FactorLL & ST Loads Act Together Column is BRACED

LoadsNote: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.

Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2

0.000 25.000 6.000Dead Load Live Load Short Term Eccentricity

Axial Loads k ink k

10.000 10.000

Applied Moments... @ Top k-ftk-ft k-ft @ Bottom k-ftk-ft k-ft

Summary

15.00 x 15.00in Column, Rebar: 2-#7 @ 4.50in, 2-#7 @ 10.50in

Column is OK

Applied : Pu : Max Factored ACI C-1 ACI C-2 ACI C-3

42.50 31.88 0.00 kkAllowable : Pn * Phi @ Design Ecc.

k 74.49 74.49 168.94 k

inin


Po * .80 682.27 682.27 682.27 kP : Balanced 298.82 298.82 298.82 kEcc : Balanced

kk

k-ftk-ftinin

inin

kkkk

5.470 5.470 5.470 in

38.25 k-ft 28.69 k-ft 0.00 k-ftMagnified Design Moment




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








ACTUAL [H] MOMENT

ALLOWABLE LOADS

VERTICALDESIGN

HEIGHT





A.

C.D.

F.

E.

G.



H.

BUILDING CODES:

B.

I.


18"

12"

18"

HEIGHT"H"

84" MAX.






12"




CONCRETE BASE

458"

OF

07-155JOB NO.

C.A.N.REV'D BY:

01.30.08DATE:

C.A.N.DRWN BY:


Tempe, Arizona

34



COLUMN ‘CSQ-18’

GRAVITY LOADS:

• DESIGN VALUES:

LMAX . . . . . . . . . . . . . . . . . . . . . 84” . . . . . . . . . . . . . . . . . . USE 7’-0”

F’C . . . . . . . . . . . . . . . . . . . . . . 4,000 PSI

FY . . . . . . . . . . . . . . . . . . . . . . 40,000 PSI

H = W [DESIGN] . . . . . . . . . 10” . . . . . . . . . . . . . . . . . . [Actual Dia. = 11” Minimum]

CONC. COVER . . . . . . . . . . 3.25” . . . . . . . . . . . . . . . . [Actual Cover = 3.25” + 0.5” = 3.75”]



• DESIGN LOADS:

P1 = 10,000 #



P1 = 10,000 # . . . . . . . . . . . . M1 = 5.0 ft-kips



2006-CALC-CSQ18.lwp




Description CSQ-18-8 10.0k & 5.0k-ft] 36 of 36

Rectangular Concrete ColumnRev: 580003User: KW-0603042, Ver 5.8.0, 1-Nov-2006(c)1983-2006 ENERCALC Engineering Software 07-155.ecw:Calculations


Scope :

Title : Job #





Width 4,000.0 40,000.0

2 1.000inDepth psi 10.000

10.000

- #

7.000

d = 2 5 3.250 2 5 7.875 in- #

f'cinFy Unbraced Length ft

psi Total Height 7.000 ft

Seismic ZoneRebar:ind =

Eff. Length FactorLL & ST Loads Act Together Column is BRACED

LoadsNote: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design.

Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2

0.000 10.000 4.000Dead Load Live Load Short Term Eccentricity

Axial Loads k ink k

5.000 5.000

Applied Moments... @ Top k-ftk-ft k-ft @ Bottom k-ftk-ft k-ft

Summary

10.00 x 10.00in Column, Rebar: 2-#5 @ 3.25in, 2-#5 @ 7.88in

Column is OK

Applied : Pu : Max Factored ACI C-1 ACI C-2 ACI C-3

17.00 12.75 0.00 kkAllowable : Pn * Phi @ Design Ecc.

k 26.33 26.33 82.21 k

inin


Po * .80 308.31 308.31 308.31 kP : Balanced 150.44 150.44 150.44 kEcc : Balanced

kk

k-ftk-ftinin

inin

kkkk

3.504 3.504 3.504 in

14.17 k-ft 10.62 k-ft 0.00 k-ftMagnified Design Moment




ACI Factors 1.400 1.700 1.700 1.100

0.750 0.900 1.300

1.400 0.900








Documents

THE NELSON GROUP Job Name: Aristone - Column Design ... · Structural Design of PRECAST CONCRETE COLUMNS ... PLACEMENT. REINFORCING SHALL BE ... 2006 IBC: Structural Design of Reinforced